13FS-32WP Addendum 1 - Toronto...The slug testing data collected was analyzed to determine the...

Michael Pacholok Director

Purchasing and Materials Management Division City Hall, 18th Floor, West Tower 100 Queen Street West Toronto, Ontario M5H 2N2

Victor Tryl Manager Professional Services

November 19, 2013 Posted in PDF (61 Pages)

ADDENDUM NO. 1 REQUEST FOR TENDER NO. 285-2013

CONTRACT NO. 13FS-32WP SEWER IMPROVEMENTS AND WATERMAIN RELOCATION ON ROWNTREE AVE, ROSETHORN AVE, SILVERTHORN AVE, BLACKTHORN AVE, HILLARY AVE, AND

OLD WESTON ROAD CLOSING: 12:00 NOON (LOCAL TORONTO TIME), DECEMBER 2, 2013 (REVISED)

Please refer to the above Request for Tender (RFT) document in your possession and be advised of the following: I. REVISED CLOSING DATE The closing date has been extended from November 27, 2013 to December 2, 2013. II. QUESTIONS AND ANSWERS Q1. Please confirm when we can expect a copy of the Hydrogeological Investigation Report

as this was not part of the soils report, and is required prior to bid submission. A1. The Hydrogeological Investigation report is attached as a pdf to Addendum No. 1. Q2. We would appreciate consideration for an extension of one (1) week beyond the current

closing date of November 27th, 2013 at 12 noon for this contract. A2. An extension has been provided. Please see revised closing date in Addendum Item I. Should you have any questions regarding this addendum contact Allison Phillips at (416) 397-4825 or [email protected] . Please attach this addendum to your RFT document and be governed accordingly. Tenderers are to acknowledge receipt of all addenda in their Tender in the space provided on the Tender Cover Page as per Section 1 – Tender Process Terms and Conditions, item 8 of the RFT document. All other aspects of the RFT remain the same. Victor Tryl, P. Eng. Manager Professional Services 1 of 61

PRELIMINARY HYDROGEOLOGICAL INVESTIGATIONBASEMENT FLOODING PROTECTION PROGRAM

ASSIGNMENT 03-02 (OLD WESTON)TORONTO, ONTARIO

Submitted to:

CH2M HILL CANADA LIMITEDSuite #400

245 Consumers RoadToronto, Ontario, M2J 1R3

Canada

Submitted by:

AMEC Environment & Infrastructure,a Division of AMEC Americas Limited

104 Crockford BoulevardScarborough, Ontario, M1R 3C3

Canada

23 August 2013

AMEC Reference No.: TT133032

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CH2M HILL Canada LimitedPreliminary Hydrogeological InvestigationBasement Flooding Protection Program,Assignment 03-02 (Old Weston), Toronto, ONAMEC Reference Number: TT13303223 August 2013

Page i

TABLE OF CONTENTS

1.0 INTRODUCTION ......................................................................................................................... 1

2.0 SCOPE OF WORK ........................................................................................................................ 2

3.0 METHODOLOGY......................................................................................................................... 23.1 Subsurface Soil Sampling and Testing.......................................................................... 23.2 Groundwater Monitoring ............................................................................................... 33.3 Groundwater Testing (Slug Testing)............................................................................. 3

4.0 RESULTS OF DESKTOP DATA REVIEW................................................................................. 44.1 Site Description ................................................................................................................ 44.2 Topography ...................................................................................................................... 44.3 Overburden Geology....................................................................................................... 54.4 Bedrock Geology.............................................................................................................. 54.5 Geotechnical Investigation Findings............................................................................. 54.6 Groundwater Movement and Hydrogeology.............................................................. 64.7 Surface Water Features.................................................................................................... 6

5.0 ANALYSIS AND DISCUSSION ................................................................................................. 65.1 Estimated Hydraulic Conductivity ............................................................................... 65.2 Estimated Dewatering Rate ............................................................................................ 7

6.0 CONCLUSIONS AND RECOMMENDATIONS ..................................................................... 96.1 Recommendations ......................................................................................................... 10

7.0 CLOSURE..................................................................................................................................... 11

8.0 REFERENCES.............................................................................................................................. 12

FIGURESFigure 1 Site LocationFigure 2 Borehole Location Plan

TABLESTable 1 Borehole DetailsTable 2 Groundwater ElevationsTable 3 Estimated Hydraulic Conductivity ValuesTable 4 Estimated Dewatering Rates

APPENDICESAppendix A Borehole LogsAppendix B Slug Test ResultsAppendix C Report Limitations

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1.0 INTRODUCTION

AMEC Environment & Infrastructure, a Division of AMEC Americas Limited (AMEC)was retained by CH2M HILL Canada Limited (CH2M HILL) to conduct a preliminaryhydrogeological investigation for proposed water main and sewer upgrades that arepart of the Basement Flooding Protection Program for the area designated asAssignment 03-02 (Old Weston) in the City of Toronto, Ontario. Assignment 03-02 (OldWeston) consists of sections of sever residential streets, including Blackthorn Avenue,Hillary Avenue, Old Weston Road, Rowntree Avenue, Rosethorn Avenue, andSilverthorn Avenue. The location of the site is shown in Figure 1.

This Basement Flooding Protection Program involves the installation and/orreplacement of concrete storm sewers, storm culverts, sanitary and watermain pipes,and associated manholes in Assignment 03-02. Based on 25% construction drawings(dated February 2013), provided by CH2M HILL, the proposed construction will consistof approximately 1,068 m of pipes. The proposed maximum depth of excavationrequired to complete the construction is understood to be up to 6.0 m. In order toinstall these pipes, trench excavations will be required and according to informationprovided by CH2M HILL, each trench excavation will not exceed dimensions of 15 m inlength and 2 m in width.

Authorization to proceed with this investigation was received from Ms. Joanna Liu ofCH2M HILL Canada Limited. The work carried out for this investigation wascompleted in accordance with Purchase Order No. 605499 Rev. 4 and AMEC’s proposal(Proposal No. TT123027H), dated 27 February 2013.

A geotechnical investigation has been completed at the site and the geotechnicalinvestigation determined that the water table at this site is high and that dewatering isrequired in order to complete the required excavations and construction. The details ofthe geotechnical investigation are included in the report titled “GeotechnicalInvestigation Report, Basement Flooding Protection Program (Phase 2), Area 3-02 (OldWeston), Toronto, Ontario” prepared by AMEC (AMEC Reference Number TT133029)and submitted 19 July 2013.

A preliminary hydrogeological investigation has been completed to evaluate whetherthere is a need to apply to the Ontario Ministry of the Environment (MOE) to obtain a

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Permit To Take Water (PTTW). A PTTW would be required if it was determined thatthe dewatering necessary in order to complete the excavation and construction wouldreach or exceed a daily volume of 50,000 L/day. The objectives, methodologyemployed, investigation results and assessments, and recommendations are provided inthe following report sections.

2.0 SCOPE OF WORK

The preliminary hydrogeological investigation was conducted following the completionof the geotechnical investigation, but the drilling and construction of the monitoringwells was completed as part of the geotechnical investigation. The preliminaryhydrogeological investigation consisted of the following tasks:

Review of drawings provided by CH2M HILL. Review of the geotechnical investigation completed for the site. Review of published geological and hydrogeological mapping for the site. Collect water level measurements at each of the constructed monitoring wells to

establish the height of the water table and groundwater flow direction. In-situ slug testing and interpretation of the results in order to determine the

hydraulic conductivity of the soils present at the project site. Estimate the dewatering rates required to obtain the drawdown required to

complete the construction. Provide recommendations on the need for a PTTW based on the interpretation of

the collected field data.

3.0 METHODOLOGY

The fieldwork required for this investigation consisted of three parts. The tasksoutlined in Section 2.0 are discussed in the following sections in more detail.

3.1 Subsurface Soil Sampling and Testing

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The initial drilling of boreholes and construction of monitoring wells in select boreholeswas completed between 22 May and 28 May 2013. A total of 22 boreholes were drilledas part of the geotechnical investigation.

The boreholes were advanced using solid-stem augers, with a truck-mounted powerauger drilling rig, under the supervision of experienced AMEC personnel. Followingthe completion of drilling, free standing groundwater levels were measured in eachborehole. These groundwater levels are recorded on each borehole log.

Of the boreholes drilled, nine (9) of them were constructed as 51 mm (2”) diameter PVCmonitoring wells. The monitoring well screens terminate between 4.0 m and 6.1 mbelow ground surface. The borehole logs for the monitoring wells are included inAppendix A. Details of the monitoring well construction are included in Table 1. Thelocations of the boreholes and monitoring wells are shown in Figure 2.

The remaining boreholes that were not constructed into monitoring wells werebackfilled with bentonite in accordance with the requirements of Regulation 903 underthe Ontario Water Resources Act, 1990.

3.2 Groundwater Monitoring

Groundwater levels were collected in the existing monitoring wells followingcompletion of well construction in May 2013, at the time of well development andaquifer testing in June 2013. The collected groundwater levels and groundwaterelevations are summarized in Table 2.

3.3 Groundwater Testing (Slug Testing)

In-situ slug testing was completed in eight (8) of the constructed monitoring wells inJune 2013. The slug testing consisted of a combination of falling and rising head testing.Falling head slug testing consists of adding a known volume of water quickly into amonitoring well and recording regular measurements of the groundwater level in themonitoring well as it either recovers to equilibrium, or reaches a steady state. Risinghead slug testing consists of removing a known volume of water from the monitoring

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quickly and regular measurements are made of the groundwater level in the monitoringwell as it either recovers to equilibrium, or reaches a steady state.

During the slug tests, groundwater levels at each monitoring well were recorded usinga Solinst Levelogger installed in the monitoring well. Manual water level readings werecollected for corroboration using a Solinst water level tape. Due to the slow recoveryencountered in some of the monitoring wells, the Leveloggers were often left in place inthe monitoring wells for longer than 24 hours to capture the maximum recoverypossible.

The slug testing data collected was analyzed to determine the hydraulic conductivityusing AqteSOLV 4.5 software (by HydroSOLV Inc.). The slug test analysis is discussedin more detailed in Section 5.1 of this report.

These hydraulic conductivity values are then used to estimate the dewatering ratesrequired for completion of the excavations and construction. The dewatering ratecalculations are discussed in more detail in Section 5.2 of this report.

4.0 RESULTS OF DESKTOP DATA REVIEW

4.1 Site Description

The project site consists of sections of several residential streets, including BlackthornAvenue, Hillary Avenue, Old Weston Road, Rowntree Avenue, Rosethorn Avenue,Silverthorn Avenue. The site is situated between Weston Road and Dufferin Street (tothe west and east, respectively) and Eglinton Avenue West and St. Clair Avenue West(to the north and south, respectively). The project site is located in the City of Toronto,Ontario and the general site location is shown in Figure 1.

The area of investigation consists of areas with land use generally consisting ofresidential dwellings, park and recreation areas, and industrial and commercialactivities.

4.2 Topography

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The overall ground surface topography at the project site ranges betweenapproximately 115 and 135 masl. The ground surface locally slopes towards thesouthwest.

4.3 Overburden Geology

The site is situated in an area of predominantly foreshore-basinal deposits of the formerLake Iroquois overlying glacial till units that are stone-poor, carbonate-derived silty tosandy tills. These tills are consistent with the interpreted Newmarket Till formation, asdescribed in Map 2556 (Southern Sheet): ‘Quaternary Geology of Ontario’ prepared bythe Ontario Geological Survey (1991).

4.4 Bedrock Geology

The bedrock in this area consists of Paleozoic Upper Ordovician rocks of the GeorgianBay Formation. This formation consists of layers of shale, limestone, dolostone andsiltstone (Map 2544, Southern Sheet: ‘Bedrock Geology of Ontario’ prepared by Ministryof Northern Development and Mines of Ontario (1991).

Bedrock is not a major consideration for this investigation due to its relative depthcompared to the depth of excavation required.

4.5 Geotechnical Investigation Findings

AMEC’s recent geotechnical investigation for the site, submitted 19 July 2013, indicatedthat the soil profile comprised surficial asphaltic concrete and localized concrete slabs,underlain by fill soils (sand and gravel, silty sand, sandy silt, silty clay, clayey silt,)overlying native deposits consisting of sand, silt / sandy silt / silty sand, and clayey silt/ sandy clayey silt.

Upon completion of the drilling, groundwater was encountered in five (5) of themonitoring wells at depths between 3.0 and 6.1 m (elevations of 115.4 m and 124.7 m,respectively). The groundwater levels measured in the monitoring wells varied from1.7 m to 5.7 m (elevations of 127.4 and 118.1 m, respectively) on 4 June 2013. Anindication of the low hydraulic conductivity of the soil is given where the groundwater

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level on completion of drilling was significantly below surface and has subsequentlyrecovered.

4.6 Groundwater Movement and Hydrogeology

The groundwater table in the project area is expected to be relatively high due tolocalized shallow water in sandy deposits (including sand and sandy silt seams presentin tills and fill material). Groundwater flow follows the local topography, showing aregional flow direction towards the southwest.

4.7 Surface Water Features

The road sections included in Assignment 03-02 are located along residential streets, sothere are no surface water features in the near vicinity of the investigation site. Thenearest surface water feature is Black Creek, located at least 650 m northwest and anunnamed tributary, located at least 600 m southwest of the project site.

5.0 ANALYSIS AND DISCUSSION

Aquifer test software (AqteSOLV 4.5 by HydroSOLVE, Inc.) was used to estimate thehydraulic conductivity for each monitoring well that was slug tested. The software,using the Bouwer-Rice and Dagan methods, incorporates levelogger and manual waterlevel data collected during the slug testing and includes details of the monitoring wellconstruction to estimate the hydraulic conductivity of the screened formations for eachmonitoring well. Groundwater inflow rates were then estimated using the estimatedhydraulic conductivity, measured depth to the water table, and analytical equations.

5.1 Estimated Hydraulic Conductivity

The data collected during each slug test were analyzed and the results are summarizedin Table 3. The slug test results for each monitoring well are shown graphically inAppendix B.

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Slug testing has been completed in eight (8) of the monitoring wells. In two cases, thewells required several hours to recover to their initial condition, indicating that thehydraulic conductivities are low.

The results of the slug tests indicated that the hydraulic conductivity of the material atthe site consists of material is variable, with results ranging between relatively high andrelatively low hydraulic conductivities. This is consistent with the materials recorded inthe borehole logs. The highest hydraulic conductivities were encountered inBH2/MW2, BH5/MW5, and BH8/MW8, all of which are screened, at least partially, insand to silty sand material. Due to the low water level conditions at the site, while therecovery was observed to be relatively quick, the slug test results for BH2/MW2 andBH5/MW5 may accurately represent the materials in which they are screened. AsBH8/MW8 had a more representative result, is located near to BH2/MW2 andBH5/MW5, and is screened in similar geologic materials, the test results fromBH8/MW8 were used in the dewatering calculations in the vicinity of BH2/MW2 andBH5/MW5.

BH10/MW10, BH16/MW16, BH20/MW20, and BH22/MW22 have slower hydraulicconductivities and BH10/MW10 and BH20/MW20 are screened in sandy silt to clayeysilt material, while BH16/MW16 and BH22/MW22 are screened across silty sand tosilty clay fill and sandy clayey silt to clayey silt material.

The lowest hydraulic conductivity result was obtained at BH18/MW18, where themonitoring well is screened across silty sand/sandy silt fill, silty sand, and sandyclayey silt.

It should be noted however, that geologic materials, and fill materials in particular, canvary in characteristics, even over short distances, and some higher and lowerpermeability materials may be present in each of the defined sections.

5.2 Estimated Dewatering Rate

The dewatering rates have been estimated for this site to address the trench excavationsrequired for the pipe installations.

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The amount of groundwater flow into the proposed trench excavations was estimatedusing the following analytical expression (Powers et al., 2007):

LhHxK

rLhHKQ

s

2)(2

2ln

)( 2222

Where: Q = groundwater flow rate (m/s)K = hydraulic conductivity (m/s) – [applied a conservative 3x multiplier

of the original hydraulic conductivity estimated from slug testresults and assumed to apply to the entire length of the trench]

H = water table at L (m above reference elevation) - [measured inmonitoring wells in June 2013]. Given the proximity of thegroundwater level to the ground surface at some monitoring wells,for the purposes of this calculation, the groundwater level has beenconservatively assumed to be present at ground surface, which willaccount for any potential rise associated with seasonal variations(e.g. freshet). For monitoring wells with groundwater levelssignificantly below the ground surface, the calculation has beenperformed with a groundwater level two metres higher than theone measured, to allow for higher groundwater table conditions.

h = groundwater level at excavation (m above reference elevation) – [thereference elevation has been taken as 1 m below the deepest part ofthe excavation based on drawings provided by CH2M HILL (datedFebruary 2013). This assumes that there is no upflow fromgroundwater 1 m below the excavation and is a conservativeassumption for the stratified, relatively low permeabilityoverburden].

rs = trench width (m) – [assumed to be 2.0 m for all trench excavations]x = trench length (m) – [assumed to be 15.0 m for all trench excavations]L = radius of influence (m) – [estimated using Sichart’s Equation:

L=3000(H-h)K1/2]

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Based on CH2M HILL’s proposed excavation dimensions, the soil conditionsencountered in the boreholes, and the results of the in-situ slug tests, the proposedexcavation and construction may require groundwater discharge rates of approximately90,000 L/day for trench excavations based on the conservative assumptions used here.These calculations suggest that a Class 3 PTTW will be required to support theproposed construction.

Additional pumping may be required during heavy precipitation. Given the trenchwidth and length noted above, a 50 mm/day rainfall event will require an additional1,500 L/day of direct water input into the excavation.

Higher inflow rates can be expected under other conditions:

Variations in soil and groundwater conditions in areas between and beyond theboreholes drilled during the geotechnical investigation.

Runoff to the excavation is not controlled and diverted effectively from theexcavation by the contractor.

Initially, loss of storage in the aquifer – this is a temporary response anddewatering rates should fall to expected volumes once equilibrium conditionsare approached. However, it is unlikely that storage release will increase theinflow greater than a factor of two to three.

6.0 CONCLUSIONS AND RECOMMENDATIONS

In-construction and post-construction dewatering is governed by the Water Taking andTransfer Regulation 387/04 of the Ontario Water Resources Act.

In accordance with the above-noted regulatory requirements and in compliance withthe Ministry of the Environment (MOE)’s Permit To Take-Water (PTTW) Manual (April2005), an application is to be filed to the MOE for construction dewatering PTTW, if thedewatering discharge rate is anticipated to be greater than 50,000 L/day.

Based on the proposed excavation opening features and the above estimates, theanticipated dewatering rate is above the PTTW threshold of 50,000 L/day, based on theexcavation extents proposed for the trench openings for the pipe installations. This

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suggests that a Class 3 PTTW and a Phase 2 hydrogeological investigation will berequired for Assignment 03-02 (Old Weston).

6.1 Recommendations

As the estimated dewatering rate calculations presented in this report indicateddewatering rates in excess of 50,000 L/day, AMEC recommends that a Class 3 PTTW beobtained in order to complete the proposed construction. In support of the PTTWapplication, AMEC also recommends that a Detailed Hydrogeological Investigation(Phase 2) be completed.

The estimated dewatering rates do not include surface water runoff from precipitationevents or account for higher inflow rates during periods of high water table and initialreleases from storage, which would increase the inflow rates. In addition, shoulddewatering be concurrently required for various excavations at the same time, allpumping rates from proximal excavations would need to be added together forassessing PTTW requirements, as the resulting dewatering rates may exceed 50,000L/day for all locations.

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7.0 CLOSURE

The information and recommendations contained in this report should be used solelyfor the purpose of a hydrogeological investigation of the subject site.

Should you have any questions about this report, please contact the undersigned.

This report has been prepared by Kimberly Gilder, B.Sc. and reviewed by MartinShepley, P.Geo.

The Report Limitations are an integral part of this report and are included in AppendixC.

Sincerely,AMEC Environment & Infrastructure,a Division of AMEC Americas Limited

Kimberly Gilder, B.Sc. Martin Shepley, D.Phil., P.Geo.Environmental Scientist Senior Hydrogeologist

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8.0 REFERENCES

Barnett, P.J., W.R. Cowan, and A.P. Morgan. 1991. Quaternary geology of Ontario,southern sheet ; Ontario Geological Survey, Map 2556, scale 1 :1,000,000.

Ontario Geological Survey. 1991. Bedrock geology of Ontario, southern sheet ; OntarioGeological Survey, Map 2544, scale 1 :1,000,000.

Ontario Ministry of the Environment, April 2005. Permit To Take Water (PTTW) Manual.Queen’s Printer for Ontario : 45 pp.

Powers, J. Patrick, A.B. Corwin, P.C. Schmall, and W.E. Kaeck. 2007. ConstructionDewatering : New Methods And Applications, 3rd Edition. John Wiley & Sons Inc. NewJersey, USA : 656 pp.

Sharpe, D.R. 1980. Quaternary Geology of Toronto and Surrounding Area . OntarioGeological Survey Preliminary Map P.2204, Geological Series, scale 1 :100,000.

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FIGURES

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LAVENDER ROAD

ALGARVE CRESCENTTURNBERRY AVENUE

BRAGA GARDENS

REGENTS TREET

GILBERT AVENUE

HILLARY AVENUE KANE AVENUE

HOWICK AVENUE

SCOTT ROAD

HELEN AVENUE

KERSDALE AVENUE

ESTORIL TERRACE

ROCKWELL AVENUE

ROWNTREE AVENUE

KENO

RACR

ESCENTFAILSWORTH AVENUE

TOWNSLEY STREET

BRONOCO AVENUE

WATT AVENUE

DUNRAVEN DRIVE

AILEEN AVENUE

TERCEIRA C I RCLE

CHAMBERS AVENUE

ROSETHORN AVENUE

UNION STREET

ALESS IA

C IRCLE

PRESCOTTAVENUE

BLACKTHORN AVENUE

ROGERS ROAD

R OGERS ROAD

DONALD AVENUE

ROGERS ROAD

ROGERS ROAD

ROGERS ROAD

ROGERS ROAD

SILVERTHORN AVENUE

SILVERTHORN AVENUE

ROGERS ROAD

ROGERS ROAD

WESTON ROAD

ROGERS ROAD

OLD WESTON ROAD

KEELE STREET

623256

623256

623562

623562

623868

623868

4837

216

4837

216

4837

522

4837

522

4837

828

4837

828

0 40 80 120 160Meters

Figure 1Site Location

HYDROGEOLOGICAL INVESTIGATIONOld Weston Road,Toronto, Ontario

L a k eO n t a r i o

403

401

409401

407

407KI NG

PI CK ER I NGCA LE DO NRI CH MO ND HI L LMAR KH AM

VAUG HAN

SC AR BO RO UG HBRA MP TO N

NOR T HYO RK

ETO BI CO KE

MI SS I SS AU GA

TOR ONT O

HALT ONHI LLS

E.YO RKYO RK

TOR ONT O

Source: National Topographic Database Canvec Data,030M11 tiles, 1:10 000 nominal scale. Bing Maps, 2012

AMEC Environment & Infrastructurea Division of AMEC Americas Limited505 Woodward Ave.Hamilton, ON L8H 6N6

Conditions encountered in the field may be different from theinterpreted information presented on this figure.

Project # TT133332Date: August 2013Client: CH2M HILL Canada Limited

Drawn by: DFChecked by: KGRevision No.: 1

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LegendSite LocationRailwayBuildingResidential

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623328

623328

623652

623652

623976

623976

4837

216

4837

216

4837

540

4837

540

4837

864

4837

864

0 40 80 120 160Meters

Figure 2Borehole Location Plan

HYDROGEOLOGICAL INVESTIGATIONOld Weston Road,Toronto, Ontario

L a k eO n t a r i o

403

401

409401

407

407KI NG

PI CK ER I NGCA LE DO NRI CH MO ND HI L LMAR KH AM

VAUG HAN

SC AR BO RO UG HBRA MP TO N

NOR T HYO RK

ETO BI CO KE

MI SS I SS AU GA

TOR ONT O

HALT ONHI LLS

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TOR ONT O

Source: National Topographic Database Canvec Data,030M11 tiles, 1:10 000 nominal scale. Bing Maps, 2012

AMEC Environment & Infrastructurea Division of AMEC Americas Limited505 Woodward Ave.Hamilton, ON L8H 6N6

Conditions encountered in the field may be different from theinterpreted information presented on this figure.

Project # TT133332Date: August 2013Client: CH2M HILL Canada Limited

Drawn by: DFChecked by: KGRevision No.: 1

21 M

ay 20

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LegendBoreholeMonitoring Well

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TABLES

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Table 1: Borehole Construction DetailsMonitoring

WellDesignation

Monitoring WellLocation

Geodetic GroundSurface Elevation

(masl)

Borehole Depth(mbgs) Screened Formation

BH2/MW2 Hillary Avenue 118.4 5.0 1.5 - 4.6 silty sand fill; sandBH5/MW5 Old Weston Road 123.8 6.6 3.1 - 6.1 silty sand; clayey siltBH8/MW8 123.0 5.0 1.5 - 4.6 clayey silt fill; clayey silt; silty sand

BH10/MW10 124.0 6.6 3.0 - 6.1 sandy siltBH14/MW14 128.1 6.6 3.0 - 6.1 sandy clayey siltBH16/MW16 Rosethorn Avenue 123.4 5.0 1.5 - 4.6 silty clay fill; sandy clayey silt

BH18/MW18 Silverthorn Avenue 125.9 6.6 1.5 - 4.6 silty sand/sandy silt fill; silty sand; sandyclayey silt

BH20/MW20 130.8 8.1 3.0 - 6.1 clayey silt

BH22/MW22 129.1 4.4 1.0 - 4.0 silty sand fill; silty clay/clayey silt fill; clayeysilt

Notes:m = metresmbgs = metres below ground surface

ScreenedInterval(mbgs)

masl = metres above sea level

Rowntree Avenue

Blackthorn Avenue

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Table 2: Groundwater Elevations

18-May-13(1) 22-May-13(1) 23-May-13(1) 24-May-13(1) 27-May-13(1) 28-May-13(1) 04-Jun-13 05-Jun-13 21-Jun-13 24-Jun-13

BH2/MW2 Hillary Avenue 118.4 115.4 115.7 115.7 115.8

BH5/MW5 Old WestonRoad

123.8 118.3 118.1 118.6 118.6

BH8/MW8 123.0 dry 118.7 118.9BH10/MW10 124.0 119.6 119.9 120.1BH14/MW14 128.1 dry 125.5 125.5

BH16/MW16 RosethornAvenue

123.4 dry 122.2 122.3

BH18/MW18 SilverthornAvenue

125.9 dry 122.9 124.2

BH20/MW20 130.8 124.7 128.8 128.7 128.6BH22/MW22 129.1 125.3 127.4 127.6 127.6

Notes:

n/a = Groundwater elevation not available as well had not been constructed yet, did not have sufficientwater to obtain a reading, or well was not accessible due to obstructions (cars parked overtop, etc.).

Monitoring WellLocation

MonitoringWell

Designation

GroundSurface

Elevation(masl)

Groundwater Elevation(masl)

(1) - indicates that water level measured upon completion of drilling.

RowntreeAvenue

BlackthornAvenue

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Location Monitoring WellDesignation

Slug TestType

K - EstimatedHydraulic

Conductivity(m/s)

Geometric MeanHydraulic

Conductivity(m/s)

Hillary Avenue BH2/MW2 Falling Head 3.2E-05 3.2E-05Falling Head 7.7E-05Falling Head 7.6E-05

BH8/MW8 Falling Head 1.3E-05 1.3E-05BH10/MW10 Rising Head 2.3E-06 2.3E-06

Rosethorn Avenue BH16/MW16 Rising Head 2.3E-06 2.3E-06Silverthorn Avenue BH18/MW18 Rising Head 4.0E-09 4.0E-09

BH20/MW20 Rising Head 4.4E-06 4.4E-06BH22/MW22 Rising Head 8.3E-07 8.3E-07

Table 3: Estimated Hydraulic Conductivity Values (m/s)

Rowntree Avenue

Blackthorn Avenue

BH5/MW5Old Weston Road 7.6E-05

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Table 4: Estimated Dewatering Rates (L/day)

Location

MaximumExcavation

Lengthx (m)

ApproximateExcavation

DepthH (m)

Average Depthto

Groundwaterh (m)

EstimatedHydraulic

Conductivity(m/s)

ConservativeHydraulic

ConductivityK (m/s)

Estimation ofDewatering

RateQ (L/day)

Blackthorn Avenue 15.0 5.8 2.0 4.4E-06 1.3E-05 50,000Hillary Avenue 15.0 5.6 2.6 3.2E-05 9.6E-05 90,000

Old Weston Road 15.0 5.6 5.2 7.6E-05 2.3E-04 28,000Rowntree Avenue 15.0 6.0 3.9 1.3E-05 3.8E-05 58,000Rosethorn Avenue 15.0 4.4 1.1 2.3E-06 6.9E-06 22,500Silverthorn Avenue 15.0 4.0 1.7 4.0E-09 1.2E-08 250

23 of 61

APPENDICES

24 of 61

APPENDIX A

Borehole Logs

25 of 61

AMEC Environment & Infrastructure, www.amec.com a Division of AMEC Americas Limited 104 Crockford Boulevard Scarborough, ON M1R 3C3 Ph: (416) 751-6565 Fax: (416) 751-7592 Revised: October 2011

EXPLANATION OF BOREHOLE LOG This form describes some of the information provided on the borehole logs, which is based primarily on examination of the recovered samples, and the results of the field and laboratory tests. Additional description of the soil/rock encountered is given in the accompanying geotechnical report. GENERAL INFORMATION Project details, borehole number, location coordinates and type of drilling equipment used are given at the top of the borehole log. SOIL LITHOLOGY Elevation and Depth This column gives the elevation and depth of inferred geologic layers. The elevation is referred to the datum shown in the Description column. Lithology Plot This column presents a graphic depiction of the soil and rock stratigraphy encountered within the borehole. Description This column gives a description of the soil stratums, based on visual and tactile examination of the samples augmented with field and laboratory test results. Each stratum is described according to the Modified Unified Soil Classification System. The compactness condition of cohesionless soils (SPT) and the consistency of cohesive soils (undrained shear strength) are defined as follows (Ref. Canadian Foundation Engineering Manual):

* For penetration of less than 0.3 m, N-values are indicated as the number of blows for the penetration achieved (e.g. 50/25: 50 blows for 25 centimeter penetration). Soil Sampling Sample types are abbreviated as follows:

SS Split Spoon TW Thin Wall Open (Pushed) RC Rock Core GS Grab Sample AS Auger Sample TP Thin Wall Piston (Pushed) WS Washed Sample AR Air Return Sample

Additional information provided in this section includes sample numbering, sample recovery and numerical testing results. Field and Laboratory Testing Results of field testing (e.g., SPT, pocket penetrometer, and vane testing) and laboratory testing (e.g., natural moisture content, and limits) executed on the recovered samples are plotted in this section. Instrumentation Installation Instrumentation installations (monitoring wells, piezometers, inclinometers, etc.) are plotted in this section. Water levels, if measured during fieldwork, are also plotted. These water levels may or may not be representative of the static groundwater level depending on the nature of soil stratum where the piezometer tips are located, the time elapsed from installation to reading and other applicable factors. Comments

Compactness of Cohesionless

Soils SPT N-Value*

Very loose 0 to 4 Loose 4 to 10 Compact 10 to 30 Dense 30 to 50 Very Dense > 50

Consistency of Undrained Shear Strength Cohesive Soils kPa

Very soft 0 to 12 Soft 12 to 25 Firm 25 to 50 Stiff 50 to 100

Very stiff 100 to 200 Hard Over 200

26 of 61

GROUP SYMBOL

GW

GP

GM

GC

SW

SP

SM

SC

WL < 50% ML

WL > 50% MH

WL < 30% CL

30% < WL < 50% CI

WL > 50% CH

WL < 50% OL

ED

SO

ILS

(MO

RE

TH

AN

HA

LF B

Y W

EIG

HT

SM

ALL

ER

TH

AN

75

µm)

INORGANIC SILTS AND VERY FINE SANDS, ROCK FLOUR, SILTY SANDS OF SLIGHT PLASTICITY

CLASSIFICATION IS BASED UPON PLASTICITY CHART (SEE BELOW)

INORGANIC SILTS, MICACEOUS OR DIATOMACEOUS, FINE SANDY OR SILTY SOILSS

ILTS

BE

LOW

"A" L

INE

N

EG

LIG

IBLE

OR

GA

NIC

C

ON

TEN

T

POORLY GRADED GRAVELS, GRAVEL- SAND MIXTURES, LITTLE OR NO FINES NOT MEETING ABOVE REQUIREMENTS

DIRTY SANDS (WITH SOME OR

MORE FINES)

SILTY SANDS, SAND-SILT MIXTURES ATTERBERG LIMITS BELOW "A" LINE OR P.I MORE THAN 4

CLAYEY SANDS, SAND-CLAY MIXTURES ATTERBERG LIMITS BELOW "A" LINE OR P.I MORE THAN 7

WELL GRADED SANDS, GRAVELLY SANDS, LITTLE OR NO FINES

Cu= D60>4; CC= (D30)2 = 1 to 3

D10 D10 X D60

POORLY GRADED GRAVELS, GRAVEL-SAND MIXTURES, LITTLE OR NO FINES NOT MEETING ABOVE REQUIREMENTS

DIRTY GRAVELS (WITH SOME OR

MORE FINES)

SILTY GRAVELS, GRAVEL-SAND- SILT MIXTURES ATTERBERG LIMITS BELOW "A" LINE OR P.I MORE THAN 4

CLAYEY GRAVELS, GRAVEL-SAND-CLAY MIXTURES ATTERBERG LIMITS BELOW "A" LINE OR P.I MORE THAN 7

Cu= D60 >6; CC= (D30)2 = 1 to 3

D10 D10 X D60

INORGANIC CLAYS OF LOW PLASTICITY, GRAVELLY, SANDY OR SILTY CLAYS, LEAN CLAYS

INORGANIC CLAYS OF MEDIUM PLASTICITY, SILTY CLAYS

INORGANIC CLAYS OF HIGH PLASTICITY, FAT CLAYS

ORGANIC SILTS AND ORGANIC SILTY CLAYS OF LOW PLASTICITY

CO

AR

SE

GR

AIN

ED

SO

ILS

(MO

RE

TH

AN

HA

LF B

Y W

EIG

HT

LAR

GE

R T

HA

N 7

5µm

)

GR

AV

ELS

MO

RE

TH

AN

HA

LF

THE

CO

AR

SE

FR

AC

TIO

N

LAR

GE

R T

HA

N 4

.75m

m

CLEAN GRAVELS

(TRACE OR NO FINES)

WELL GRADED GRAVELS, GRAVEL-SAND MIXTURES, LITTLE OR NO FINES

SA

ND

S M

OR

E T

HA

N H

ALF

TH

E

CO

AR

SE

FR

AC

TIO

N S

MA

LLE

R

THA

N 4

.75m

m

CLEAN SANDS (TRACE OR NO

FINES)

MODIFIED * UNIFIED CLASSIFICATION SYSTEM FOR SOILS *The soil of each stratum is described using the Unified Soil Classification System (Technical Memorandum 36-357

prepared by Waterways Experiment Station, Vicksburg, Mississippi, Corps of Engineers, U.S Army. Vol. 1 March 1953.) modified slightly so that an inorganic clay of "medium plasticity" is recognized.

MAJOR DIVISION TYPICAL DESCRIPTION LABORATORY CLASSIFICATION CRITERIA

CLA

YS

AB

OV

E "A

" LIN

E

NE

GLI

GIB

LE O

RG

AN

IC

CO

NTE

NT

ITS

&

W "A

"

WL > 50% OH

Pt

FRACTION

PASSING RETAINED PERCENT DESCRIPTOR

76 mm 19 mm

FINE 19 mm 4.75 mm

COARSE 4.75 mm 2.00 mm

MEDIUM 2.00 mm 425 µm

FINE 425 µm 75 µm

75 µm

Note 1: Soils are classified and described according to their engineering properties and behaviour. Note 2: The modifying adjectives used to define the actual or estimated percentage range by weight of minor components are consistent with the Canadian Foundation Engineering Manual.

AMEC Environment & Infrastructure, www.amec.coma Division of AMEC Americas Limited 104 Crockford Boulevard Scarborough, ON M1R 3C3 Ph: (416) 751-6565 Fax: (416) 751-7592

GR

AV

EL COARSE

SA

ND

FINES (SILT OR CLAY BASED ON PLASTICITY)

ROUNDED OR SUBROUNDED: COBBLES 76 mm TO 200 mm BOULDERS > 200 mm

OVERSIZED MATERIAL

AND

Y/EY

SOME

TRACE

NOT ROUNDED: ROCK FRAGMENTS > 76 mm

ROCKS > 0.76 CUBIC METRE IN VOLUME

WHENEVER THE NATURE OF THE FINES CONTENT HAS NOT BEEN DETERMINED, IT IS DESIGNATED BY THE LETTER "F",

E.G SF IS A MIXTURE OF SAND WITH SILT OR CLAYORGANIC CLAYS OF HIGH PLASTICITY

HIGH ORGANIC SOILS PEAT AND OTHER HIGHLY ORGANIC SOILS STRONG COLOUR OR ODOUR, AND OFTEN FIBROUS TEXTURE

FIN

E-G

RA

INE

U.S STANDARD SIEVE SIZE

35-50

20-35

10-20

1-10

SOIL COMPONENTS

DEFINING RANGES OF PERCENTAGE BY WEIGHT OF MINOR COMPONENTS

OR

GA

NIC

SL

CLA

YS

BE

LOW

LIN

E

WL = 30

WL = 50

CH

CL CI MH

OL OH

CL-ML ML

0

10

20

30

40

50

60

0 10 20 30 40 50 60 70 80 90 100

Plas

ticity

Inde

x, I P

Liquid Limit, WL

Plasticity Chart for Soil Passing 425 Micron Sieve

'A' LineIP = 0.73 (WL - 20)

27 of 61

89

100

100

100

100

100

100

(14)7412

118.8118.7

116.7

113.4

111.5

0.10.3

2.2

5.6

7.5

1

2

3

4

5

6

7

8

AS

SS

SS

SS

SS

SS

SS

SS

23

34

25

22

29

42

45

about 80 mm ASPHALTabout 200 mm CONCRETE

brownSilty Sand FILL

trace gravelmoist

brown to greySAND

some silt, trace to some gravel, with oxidationlenses

compactmoist

greySANDY SILT

some clay, trace graveldense

wet to moist

End of Borehole

Drilling Method:Project Client:

Project Name:

Project Location:

Drilling Machine:

Compiled by:

27 May 13 27 May 13

150 mm Solid Stem Augers

Hillary Avenue, Old Weston Road and Rowntree Avenue,Toronto, ON

Track Mounted Drill

0, 19/6/13Date Completed:

Reviewed by:

Revision No.:Date Started:

Geotechnical Investigation - Basement Flooding ProtectionProgram (Phase 2) - Area 03-02 (Old Weston)

SC

DA

CH2M HILL Canada Limited

SOIL SAMPLING

Sam

ple

Typ

e

Sam

ple

Num

ber

LITHOLOGY PROFILE FIELD TESTING

Rec

over

y (%

)

SP

T 'N

' Val

ue

Lith

olog

y P

lot

LAB TESTINGCOMMENTS

&GRAIN SIZE

DISTRIBUTION(%)

Geodetic Ground Surface Elevation: 118.9 m

DCPT

* Undrained Shear Strength (kPa)

(m)

(m)

EL

EV

AT

IONDESCRIPTION

20 40 60 80

Intact

INS

TR

UM

EN

TA

TIO

NIN

ST

ALL

AT

ION

Remould

PenetrationTesting

SPT PPT

DE

PT

H RemouldIntact

Nilcon Vane*MTO Vane*

SISAGRLiquid

WP

20 40 60 80

2 4 6 8 10 12

Soil Vapour Reading

W WL

Rinse pH Values

TOV parts per million (ppm)

PlasticCL

200 400 600 800COV parts per million (ppm)

a Division of AMEC Americas Limited104 Crockford BoulevardScarborough, OntarioCanada M1R 3C3Tel +1(416) 751-6565Fax +1(416) 751-7592www.amec.com

AMEC Environment & Infrastructure,

Logged by:Project Number: Drilling Location: IH/AH

Scale: 1 : 61Borehole details as presented, do not constitute a thorough understanding of all potential conditions present and require interpretative assistance froma qualified Geotechnical Engineer. Also, borehole information should be read in conjunction with the geotechnical report for which it wascommissioned and the accompanying'Explanation of Borehole Log'.

TT133029

118

117

116

115

114

113

112

1

2

3

4

5

6

7

Hillary Avenue (N4837532, E623264)

RECORD OF BOREHOLE No. BH 01

Page: 1 of 1

8

9

6

5

10

16

11

10

Cave in depth after removal of augers: 3.5 m. Groundwater depth on completion of drilling on 27/05/2013 at a depth of: 3.5 m.

28 of 61

67

56

78

100

100

100

(8)7220

118.3

115.5

113.4

0.1

2.9

5.0

wet spoon

1

2

3

4

5

6

SS

SS

SS

SS

SS

SS

8

8

4

5

16

36

about 70 mm ASPHALTbrown

Silty Sand FILLtrace gravel, trace to some clay

moist to wet

brownSAND

some gravel, trace siltcompact to dense

wet to moist

End of Borehole

Monitoring Well Installation Details:(51 mm Dia.)

Asphalt Concrete: 0 - 0.3 m Bentonite: 0.3 - 1.2 m Sand Filter: 1.2-1.5 m Screen: 1.5 - 4.6 m Bentonite: 4.6 - 5.0 m


Project Name:

Project Location:

Drilling Machine:

Compiled by:

22 May 13 22 May 13



Track Mounted Drill


Reviewed by:



SC

DA


SOIL SAMPLING

Sam

ple

Typ

e

Sam

ple

Num

ber


Rec

over

y (%

)

SP

T 'N

' Val

ue

Lith

olog

y P

lot

LAB TESTINGCOMMENTS

&GRAIN SIZE

DISTRIBUTION(%)


DCPT


(m)

(m)

EL

EV

AT

IONDESCRIPTION

20 40 60 80

Intact

INS

TR

UM

EN

TA

TIO

NIN

ST

ALL

AT

ION

Remould

PenetrationTesting

SPT PPT

DE

PT

H RemouldIntact


SISAGRLiquid

WP

20 40 60 80

2 4 6 8 10 12

Soil Vapour Reading

W WL

Rinse pH Values


PlasticCL




Logged by:Project Number: Drilling Location: IH/AH


TT133029

118

117

116

115

114

1

2

3

4

5

Hillary Avenue (N4837555, E623336)


Page: 1 of 1

15

17

14

12

15

9

Groundwater depth observed on 04/06/2013 at a depth of: 2.7 m.

Groundwater depth on completion of drilling on 22/05/2013 at a depth of: 3.0 m.

29 of 61

67

33

100

118.2118.0

116.3

0.10.2

2.0

1

2

3

SS

SS

SS

15

12

61


dark to greyClayey Silt FILL

some sand, trace gravel

End of BoreholeDue to obstruction after three attempts made


Project Name:

Project Location:

Drilling Machine:

Compiled by:

22 May 13 22 May 13



Track Mounted Drill


Reviewed by:



SC

DA


SOIL SAMPLING

Sam

ple

Typ

e

Sam

ple

Num

ber


Rec

over

y (%

)

SP

T 'N

' Val

ue

Lith

olog

y P

lot

LAB TESTINGCOMMENTS

&GRAIN SIZE

DISTRIBUTION(%)


DCPT


(m)

(m)

EL

EV

AT

IONDESCRIPTION

20 40 60 80

Intact

INS

TR

UM

EN

TA

TIO

NIN

ST

ALL

AT

ION

Remould

PenetrationTesting

SPT PPT

DE

PT

H RemouldIntact


SISAGRLiquid

WP

20 40 60 80

2 4 6 8 10 12

Soil Vapour Reading

W WL

Rinse pH Values


PlasticCL




Logged by:Project Number: Drilling Location: IH


TT133029

118

117

1

Hillary Avenue. (N4837580, E623360)


Page: 1 of 1

10

12

17

No freestanding groundwater measured in open borehole on completion of drilling.

30 of 61

22

83

89

83

89

72

194

200

20 58 202

123.0122.9122.7

121.7

121.0

115.6

0.10.20.4

1.4

2.1

7.5

wet spoon

strong gasoline smell from 4.5 m to7.3 m

1

2

3

4

5

6

7

8

SS

SS

SS

SS

SS

SS

SS

SS

4

15

16

15

16

13

35

36


Sand and Gravel FILLgrey

Silty Clay/Clayey Silt FILLsome sand, trace gravel

greySilty Sand FILL

some clay, trace gravelmoist

greyCLAYEY SILT

trace sand to sandy, trace gravel very stiff to hard

End of Borehole


Project Name:

Project Location:

Drilling Machine:

Compiled by:

23 May 13 23 May 13



Track Mounted Drill


Reviewed by:



SC

DA


SOIL SAMPLING

Sam

ple

Typ

e

Sam

ple

Num

ber


Rec

over

y (%

)

SP

T 'N

' Val

ue

Lith

olog

y P

lot

LAB TESTINGCOMMENTS

&GRAIN SIZE

DISTRIBUTION(%)


DCPT


(m)

(m)

EL

EV

AT

IONDESCRIPTION

20 40 60 80

Intact

INS

TR

UM

EN

TA

TIO

NIN

ST

ALL

AT

ION

Remould

PenetrationTesting

SPT PPT

DE

PT

H RemouldIntact


SISAGRLiquid

WP

20 40 60 80

2 4 6 8 10 12

Soil Vapour Reading

W WL

Rinse pH Values


PlasticCL






TT133029

123

122

121

120

119

118

117

116

1

2

3

4

5

6

7

Old Weston Road (N4837660, E623515)


Page: 1 of 1

20

15

17

22

16

14

20

11

Cave in depth after removal of augers: 3.7 m.No freestanding groundwater measured in open borehole on completion of drilling.

31 of 61

100

100

100

100

100

100

123.6

123.0

121.6

118.2

117.2

0.1

0.8

2.1

5.6

6.6

1

2

3

4

5

6

7

AS

SS

SS

SS

SS

SS

SS

5

9

20

28

47

20

about 135 mm ASPHALTSand and Gravel FILL

brownSilty Clay FILL

some sand, trace gravel, asphalt pieces

brownSILTY SAND trace gravel

compact to dense

brownCLAYEY SILT

some sand, trace gravelvery stiff

End of Borehole




Project Name:

Project Location:

Drilling Machine:

Compiled by:

23 May 13 23 May 13



Track Mounted Drill


Reviewed by:



SC

DA


SOIL SAMPLING

Sam

ple

Typ

e

Sam

ple

Num

ber


Rec

over

y (%

)

SP

T 'N

' Val

ue

Lith

olog

y P

lot

LAB TESTINGCOMMENTS

&GRAIN SIZE

DISTRIBUTION(%)


DCPT


(m)

(m)

EL

EV

AT

IONDESCRIPTION

20 40 60 80

Intact

INS

TR

UM

EN

TA

TIO

NIN

ST

ALL

AT

ION

Remould

PenetrationTesting

SPT PPT

DE

PT

H RemouldIntact


SISAGRLiquid

WP

20 40 60 80

2 4 6 8 10 12

Soil Vapour Reading

W WL

Rinse pH Values


PlasticCL






TT133029

123

122

121

120

119

118

1

2

3

4

5

6



Page: 1 of 1

3

22

21

17

17

17

14



32 of 61

78

89

100

100

100

7 79 14-

122.3122.1

121.6

121.0

120.2

117.4

0.1

0.3

0.8

1.4

2.2

5.0

1

2

3

4

5

6

AS

SS

SS

SS

SS

SS

5

4

5

16

21


Sand and Gravel FILL

brown Clayey Silt FILL

some sand, trace gravel, mixed with organics


some clay, trace gravelmoist

greyCLAYEY SILT

trace sandfirm to very stiff

sand seams

End of Borehole


Project Name:

Project Location:

Drilling Machine:

Compiled by:

23 May 13 23 May 13



Track Mounted Drill


Reviewed by:



SC

DA


SOIL SAMPLING

Sam

ple

Typ

e

Sam

ple

Num

ber


Rec

over

y (%

)

SP

T 'N

' Val

ue

Lith

olog

y P

lot

LAB TESTINGCOMMENTS

&GRAIN SIZE

DISTRIBUTION(%)


DCPT


(m)

(m)

EL

EV

AT

IONDESCRIPTION

20 40 60 80

Intact

INS

TR

UM

EN

TA

TIO

NIN

ST

ALL

AT

ION

Remould

PenetrationTesting

SPT PPT

DE

PT

H RemouldIntact


SISAGRLiquid

WP

20 40 60 80

2 4 6 8 10 12

Soil Vapour Reading

W WL

Rinse pH Values


PlasticCL






TT133029

122

121

120

119

118

1

2

3

4

5



Page: 1 of 1

8

22

24

18

24

17


33 of 61

100

100

89

100

100

14 67 19-

123.0

121.8

119.2

118.2

0.2

1.4

4.0

5.0

1

2

3

4

5

6

AS

SS

SS

SS

SS

SS

10

15

15

15

34

about 200 mm ASPHALT

brownSandy Silt FILL

some gravel, trace clay

brownCLAYEY SILT

trace to some sandstiff

brown SANDY SILT

trace gravel and claydense

End of Borehole


Project Name:

Project Location:

Drilling Machine:

Compiled by:

23 May 13 23 May 13



Track Mounted Drill


Reviewed by:



SC

DA


SOIL SAMPLING

Sam

ple

Typ

e

Sam

ple

Num

ber


Rec

over

y (%

)

SP

T 'N

' Val

ue

Lith

olog

y P

lot

LAB TESTINGCOMMENTS

&GRAIN SIZE

DISTRIBUTION(%)


DCPT


(m)

(m)

EL

EV

AT

IONDESCRIPTION

20 40 60 80

Intact

INS

TR

UM

EN

TA

TIO

NIN

ST

ALL

AT

ION

Remould

PenetrationTesting

SPT PPT

DE

PT

H RemouldIntact


SISAGRLiquid

WP

20 40 60 80

2 4 6 8 10 12

Soil Vapour Reading

W WL

Rinse pH Values


PlasticCL






TT133029

123

122

121

120

119

1

2

3

4

5

Rowntree Avenue (N4837499, E623670)


Page: 1 of 1

20

19

20

24

19

9


34 of 61

100

100

100

100

100

122.9122.8

120.9

120.1

118.0

0.00.2

2.1

2.9

5.0

1

2

3

4

5

6

AS

SS

SS

SS

SS

SS

7

14

18

22

29


brownClayey Silt FILL

trace sand and gravel

brownCLAYEY SILT

trace sand and gravelvery stiff

brownSILTY SAND

some clay, trace gravelcompact

moist to wet

End of Borehole




Project Name:

Project Location:

Drilling Machine:

Compiled by:

23 May 13 23 May 13



Track Mounted Drill


Reviewed by:



SC

DA


SOIL SAMPLING

Sam

ple

Typ

e

Sam

ple

Num

ber


Rec

over

y (%

)

SP

T 'N

' Val

ue

Lith

olog

y P

lot

LAB TESTINGCOMMENTS

&GRAIN SIZE

DISTRIBUTION(%)


DCPT


(m)

(m)

EL

EV

AT

IONDESCRIPTION

20 40 60 80

Intact

INS

TR

UM

EN

TA

TIO

NIN

ST

ALL

AT

ION

Remould

PenetrationTesting

SPT PPT

DE

PT

H RemouldIntact


SISAGRLiquid

WP

20 40 60 80

2 4 6 8 10 12

Soil Vapour Reading

W WL

Rinse pH Values


PlasticCL






TT133029

122

121

120

119

118

1

2

3

4

5



Page: 1 of 1

19

24

17

19

17

16



35 of 61

89

56

56

100

100

100

14 77 9-

123.6123.4

121.1

119.6

117.1

0.10.2

2.6

4.0

6.6

wet spoon

wet spoon

wet spoon

1

2

3

4

5

6

7

AS

SS

SS

SS

SS

SS

SS

1

4

6

18

29

24




brown to greySILT

some sand, trace claycompact

wet

brown to greySILTY SAND

some clay, trace gravelcompact

wet

End of Borehole


Project Name:

Project Location:

Drilling Machine:

Compiled by:

24 May 13 24 May 13



Track Mounted Drill


Reviewed by:



SC

DA


SOIL SAMPLING

Sam

ple

Typ

e

Sam

ple

Num

ber


Rec

over

y (%

)

SP

T 'N

' Val

ue

Lith

olog

y P

lot

LAB TESTINGCOMMENTS

&GRAIN SIZE

DISTRIBUTION(%)


DCPT


(m)

(m)

EL

EV

AT

IONDESCRIPTION

20 40 60 80

Intact

INS

TR

UM

EN

TA

TIO

NIN

ST

ALL

AT

ION

Remould

PenetrationTesting

SPT PPT

DE

PT

H RemouldIntact


SISAGRLiquid

WP

20 40 60 80

2 4 6 8 10 12

Soil Vapour Reading

W WL

Rinse pH Values


PlasticCL






TT133029

123

122

121

120

119

118

1

2

3

4

5

6



Page: 1 of 1

20

22

23

24

21

15

17


36 of 61

56

100

67

100

100

100

124.0123.8

123.4

121.6

117.4

0.00.2

0.6

2.4

6.6

1

2

3

4

5

6

7

AS

SS

SS

SS

SS

SS

SS

5

5

15

18

21

31



some sand, trace gravelbrown

Sandy Silt FILLsome clay, trace gravel

clayey silt pocket

brown to greySANDY SILT some gravel

compact to densewet to moist

End of Borehole


Asphalt Concrete: 0 - 0.3 m Bentonite: 0.3 - 2.7 m Sand Filter: 2.7 - 3.0 m Screen: 3.0 - 6.1 m Bentonite: 6.1 - 6.6 m


Project Name:

Project Location:

Drilling Machine:

Compiled by:

27 May 13 27 May 13



Track Mounted Drill


Reviewed by:



SC

DA


SOIL SAMPLING

Sam

ple

Typ

e

Sam

ple

Num

ber


Rec

over

y (%

)

SP

T 'N

' Val

ue

Lith

olog

y P

lot

LAB TESTINGCOMMENTS

&GRAIN SIZE

DISTRIBUTION(%)


DCPT


(m)

(m)

EL

EV

AT

IONDESCRIPTION

20 40 60 80

Intact

INS

TR

UM

EN

TA

TIO

NIN

ST

ALL

AT

ION

Remould

PenetrationTesting

SPT PPT

DE

PT

H RemouldIntact


SISAGRLiquid

WP

20 40 60 80

2 4 6 8 10 12

Soil Vapour Reading

W WL

Rinse pH Values


PlasticCL






TT133029

123

122

121

120

119

118

1

2

3

4

5

6



Page: 1 of 1

26

17

20

9

17

21

14



37 of 61

44

83

89

89

89

100

35 59 6-

124.1123.9

121.7

117.6

0.1

0.3

2.4

6.6

(non plastic)

wet spoon

wet spoon

1

2

3

4

5

6

7

AS

SS

SS

SS

SS

SS

SS

2

3

9

18

11

37



trace gravel and sand

brown to greySANDY SILT

trace to some gravel, trace claycompact to dense

moist to wet

End of Borehole


Project Name:

Project Location:

Drilling Machine:

Compiled by:

24 May 13 24 May 13



Track Mounted Drill


Reviewed by:



SC

DA


SOIL SAMPLING

Sam

ple

Typ

e

Sam

ple

Num

ber


Rec

over

y (%

)

SP

T 'N

' Val

ue

Lith

olog

y P

lot

LAB TESTINGCOMMENTS

&GRAIN SIZE

DISTRIBUTION(%)


DCPT


(m)

(m)

EL

EV

AT

IONDESCRIPTION

20 40 60 80

Intact

INS

TR

UM

EN

TA

TIO

NIN

ST

ALL

AT

ION

Remould

PenetrationTesting

SPT PPT

DE

PT

H RemouldIntact


SISAGRLiquid

WP

20 40 60 80

2 4 6 8 10 12

Soil Vapour Reading

W WL

Rinse pH Values


PlasticCL






TT133029

124

123

122

121

120

119

118

1

2

3

4

5

6



Page: 1 of 1

19

24

24

23

18

22

10


38 of 61

100

100

100

100

100

100

17 58 214

125.0124.8

122.6

118.5

0.10.2

2.4

6.6

1

2

3

4

5

6

7

AS

SS

SS

SS

SS

SS

SS

18

36

16

17

22

53


brown to greyClayey Silt FILL

trace gravel, mixed with organics

greyCLAYEY SILT

some sand, trace gravel very stiff to hard

End of Borehole


Project Name:

Project Location:

Drilling Machine:

Compiled by:

24 May 13 24 May 13



Track Mounted Drill


Reviewed by:



SC

DA


SOIL SAMPLING

Sam

ple

Typ

e

Sam

ple

Num

ber


Rec

over

y (%

)

SP

T 'N

' Val

ue

Lith

olog

y P

lot

LAB TESTINGCOMMENTS

&GRAIN SIZE

DISTRIBUTION(%)


DCPT


(m)

(m)

EL

EV

AT

IONDESCRIPTION

20 40 60 80

Intact

INS

TR

UM

EN

TA

TIO

NIN

ST

ALL

AT

ION

Remould

PenetrationTesting

SPT PPT

DE

PT

H RemouldIntact


SISAGRLiquid

WP

20 40 60 80

2 4 6 8 10 12

Soil Vapour Reading

W WL

Rinse pH Values


PlasticCL






TT133029

124

123

122

121

120

119

1

2

3

4

5

6



Page: 1 of 1

20

18

13

12

10

9

15


39 of 61

67

100

100

100

100

100

67

126.3126.1

123.5

118.9

0.10.2

2.9

7.5

wet spoon

wet spoon

1

2

3

4

5

6

7

8

AS

SS

SS

SS

SS

SS

SS

SS

21

26

22

12

15

18

33

about 70 mm ASPHALTwith crushed stone

about 165 mm CONCRETEClayey Silt FILL

some sand, trace gravel, mixed with organics

greyCLAYEY SILT

trace gravel and sandstiff to hard

End of Borehole


Project Name:

Project Location:

Drilling Machine:

Compiled by:

27 May 13 27 May 13



Track Mounted Drill


Reviewed by:



SC

DA


SOIL SAMPLING

Sam

ple

Typ

e

Sam

ple

Num

ber


Rec

over

y (%

)

SP

T 'N

' Val

ue

Lith

olog

y P

lot

LAB TESTINGCOMMENTS

&GRAIN SIZE

DISTRIBUTION(%)


DCPT


(m)

(m)

EL

EV

AT

IONDESCRIPTION

20 40 60 80

Intact

INS

TR

UM

EN

TA

TIO

NIN

ST

ALL

AT

ION

Remould

PenetrationTesting

SPT PPT

DE

PT

H RemouldIntact


SISAGRLiquid

WP

20 40 60 80

2 4 6 8 10 12

Soil Vapour Reading

W WL

Rinse pH Values


PlasticCL






TT133029

126

125

124

123

122

121

120

119

1

2

3

4

5

6

7



Page: 1 of 1

15

13

11

14

14

13

10

8


40 of 61

100

67

89

100

100

100

25 50 205

128.0127.9

126.3

125.5

121.6

0.10.2

1.8

2.6

6.6

1

2

3

4

5

6

7

AS

SS

SS

SS

SS

SS

SS

2

13

20

16

28

26



trace to some gravel, trace clay,moist

clay pocket in bottom of SS2

dark greySilty Clay FILL

trace sand and gravel

greySANDY CLAYEY SILT

trace gravelvery stiff

End of Borehole




Project Name:

Project Location:

Drilling Machine:

Compiled by:

27 May 13 27 May 13



Track Mounted Drill


Reviewed by:



SC

DA


SOIL SAMPLING

Sam

ple

Typ

e

Sam

ple

Num

ber


Rec

over

y (%

)

SP

T 'N

' Val

ue

Lith

olog

y P

lot

LAB TESTINGCOMMENTS

&GRAIN SIZE

DISTRIBUTION(%)


DCPT


(m)

(m)

EL

EV

AT

IONDESCRIPTION

20 40 60 80

Intact

INS

TR

UM

EN

TA

TIO

NIN

ST

ALL

AT

ION

Remould

PenetrationTesting

SPT PPT

DE

PT

H RemouldIntact


SISAGRLiquid

WP

20 40 60 80

2 4 6 8 10 12

Soil Vapour Reading

W WL

Rinse pH Values


PlasticCL






TT133029

128

127

126

125

124

123

122

1

2

3

4

5

6



Page: 1 of 1

8

16

13

6

12

11

11



41 of 61

89

100

100

83

100

100

100

30 53 152

129.5129.4

127.1

122.1

0.10.2

2.4

7.5

1

2

3

4

5

6

7

8

AS

SS

SS

SS

SS

SS

SS

SS

15

25

30

27

31

40

56



trace sand and gravel, cobbles/boulders


trace gravelstiff to hard

End of Borehole


Project Name:

Project Location:

Drilling Machine:

Compiled by:

28 May 13 28 May 13



Track Mounted Drill


Reviewed by:



SC

DA


SOIL SAMPLING

Sam

ple

Typ

e

Sam

ple

Num

ber


Rec

over

y (%

)

SP

T 'N

' Val

ue

Lith

olog

y P

lot

LAB TESTINGCOMMENTS

&GRAIN SIZE

DISTRIBUTION(%)


DCPT


(m)

(m)

EL

EV

AT

IONDESCRIPTION

20 40 60 80

Intact

INS

TR

UM

EN

TA

TIO

NIN

ST

ALL

AT

ION

Remould

PenetrationTesting

SPT PPT

DE

PT

H RemouldIntact


SISAGRLiquid

WP

20 40 60 80

2 4 6 8 10 12

Soil Vapour Reading

W WL

Rinse pH Values


PlasticCL






TT133029

129

128

127

126

125

124

123

1

2

3

4

5

6

7



Page: 1 of 1

16

7

13

12

10

10

8

8


42 of 61

56

100

67

100

100

29 51 182

123.3123.0

120.8

118.3

0.1

0.3

2.6

5.0

1

2

3

4

5

6

AS

SS

SS

SS

SS

SS

6

4

17

18

49


dark brownSilty Clay FILL



trace gravelvery stiff to hard

End of Borehole




Project Name:

Project Location:

Drilling Machine:

Compiled by:

24 May 13 24 May 13



Track Mounted Drill


Reviewed by:



SC

DA


SOIL SAMPLING

Sam

ple

Typ

e

Sam

ple

Num

ber


Rec

over

y (%

)

SP

T 'N

' Val

ue

Lith

olog

y P

lot

LAB TESTINGCOMMENTS

&GRAIN SIZE

DISTRIBUTION(%)


DCPT


(m)

(m)

EL

EV

AT

IONDESCRIPTION

20 40 60 80

Intact

INS

TR

UM

EN

TA

TIO

NIN

ST

ALL

AT

ION

Remould

PenetrationTesting

SPT PPT

DE

PT

H RemouldIntact


SISAGRLiquid

WP

20 40 60 80

2 4 6 8 10 12

Soil Vapour Reading

W WL

Rinse pH Values


PlasticCL






TT133029

123

122

121

120

119

1

2

3

4

5

Rosethorn Avenue (N4837606, E623821)


Page: 1 of 1

15

17

18

10

11

14



43 of 61

67

100

100

100

78

100

100

124.4124.3

121.9

120.4

117.9

0.00.2

2.6

4.0

6.6

wet spoon

wet spoon

wet spoon

wet spoon

wet spoon

1

2

3

4

5

6

7

SS

SS

SS

SS

SS

SS

SS

12

4

2

8

22

33

23



trace gravel, trace claymoist to wet

brownSILTY SAND

trace to some gravel, some clayloose to compact

wet to moist

greyCLAYEY SILT

trace sand, trace gravelhard to very stiff

silty sand seamswet

End of Borehole


Project Name:

Project Location:

Drilling Machine:

Compiled by:

22 May 13 22 May 13



Track Mounted Drill


Reviewed by:



SC

DA


SOIL SAMPLING

Sam

ple

Typ

e

Sam

ple

Num

ber


Rec

over

y (%

)

SP

T 'N

' Val

ue

Lith

olog

y P

lot

LAB TESTINGCOMMENTS

&GRAIN SIZE

DISTRIBUTION(%)


DCPT


(m)

(m)

EL

EV

AT

IONDESCRIPTION

20 40 60 80

Intact

INS

TR

UM

EN

TA

TIO

NIN

ST

ALL

AT

ION

Remould

PenetrationTesting

SPT PPT

DE

PT

H RemouldIntact


SISAGRLiquid

WP

20 40 60 80

2 4 6 8 10 12

Soil Vapour Reading

W WL

Rinse pH Values


PlasticCL




Logged by:Project Number: Drilling Location: IH/MM


TT133029

124

123

122

121

120

119

118

1

2

3

4

5

6

Rosethorn Avenue (N4837647, E623808)


Page: 1 of 1

17

24

16

19

10

11

15


44 of 61

67

100

100

100

100

100

100

26 50 177

125.8125.6

123.7

123.4

119.3

0.1

0.3

2.1

2.4

6.6

wet spoon

wet spoon

wet spoon

1

2

3

4

5

6

7

SS

SS

SS

SS

SS

SS

SS

12

18

9

13

21

33

18


brownSilty Sand / Sandy Silt FILL

trace gravel, trace to some claymoist to wet

brownSILTY SAND trace gravel

compactgrey

SANDY CLAYEY SILTtrace gravelstiff to hard

End of Borehole




Project Name:

Project Location:

Drilling Machine:

Compiled by:

22 May 13 22 May 13



Track Mounted Drill


Reviewed by:



SC

DA


SOIL SAMPLING

Sam

ple

Typ

e

Sam

ple

Num

ber


Rec

over

y (%

)

SP

T 'N

' Val

ue

Lith

olog

y P

lot

LAB TESTINGCOMMENTS

&GRAIN SIZE

DISTRIBUTION(%)


DCPT


(m)

(m)

EL

EV

AT

IONDESCRIPTION

20 40 60 80

Intact

INS

TR

UM

EN

TA

TIO

NIN

ST

ALL

AT

ION

Remould

PenetrationTesting

SPT PPT

DE

PT

H RemouldIntact


SISAGRLiquid

WP

20 40 60 80

2 4 6 8 10 12

Soil Vapour Reading

W WL

Rinse pH Values


PlasticCL




Logged by:Project Number: Drilling Location: IH/MM


TT133029

125

124

123

122

121

120

1

2

3

4

5

6

Silverthorn Avenue (N4837645, E623913)


Page: 1 of 1

14

20

18

17

9

10

11



45 of 61

89

100

100

100

100

26 53 183

126.2

124.1

121.2

0.1

2.2

5.0

1

2

3

4

5

6

SS

SS

SS

SS

SS

SS

8

17

9

15

21

28


Clayey Silt FILLtrace sand and gravel, mixed with organics


trace gravelvery stiff

End of Borehole


Project Name:

Project Location:

Drilling Machine:

Compiled by:

22 May 13 22 May 13



Track Mounted Drill


Reviewed by:



SC

DA


SOIL SAMPLING

Sam

ple

Typ

e

Sam

ple

Num

ber


Rec

over

y (%

)

SP

T 'N

' Val

ue

Lith

olog

y P

lot

LAB TESTINGCOMMENTS

&GRAIN SIZE

DISTRIBUTION(%)


DCPT


(m)

(m)

EL

EV

AT

IONDESCRIPTION

20 40 60 80

Intact

INS

TR

UM

EN

TA

TIO

NIN

ST

ALL

AT

ION

Remould

PenetrationTesting

SPT PPT

DE

PT

H RemouldIntact


SISAGRLiquid

WP

20 40 60 80

2 4 6 8 10 12

Soil Vapour Reading

W WL

Rinse pH Values


PlasticCL




Logged by:Project Number: Drilling Location: AH


TT133029

126

125

124

123

122

1

2

3

4

5

Silverthorn Avenue (N4837722, E623880)


Page: 1 of 1

22

15

13

13

10

13


46 of 61

83

100

100

100

67

89

67

130.6

129.4

122.7

0.2

1.4

8.1

1

2

3

4

5

6

7

8

AS

SS

SS

SS

SS

SS

SS

SS

5

7

5

19

18

19

21


Gravelly Sand FILLsome silt

moist

greyCLAYEY SILT

some sand, trace gravel firm to very stiff

End of Borehole




Project Name:

Project Location:

Drilling Machine:

Compiled by:

18 May 13 18 May 13



Track Mounted Drill


Reviewed by:



SC

DA


SOIL SAMPLING

Sam

ple

Typ

e

Sam

ple

Num

ber


Rec

over

y (%

)

SP

T 'N

' Val

ue

Lith

olog

y P

lot

LAB TESTINGCOMMENTS

&GRAIN SIZE

DISTRIBUTION(%)


DCPT


(m)

(m)

EL

EV

AT

IONDESCRIPTION

20 40 60 80

Intact

INS

TR

UM

EN

TA

TIO

NIN

ST

ALL

AT

ION

Remould

PenetrationTesting

SPT PPT

DE

PT

H RemouldIntact


SISAGRLiquid

WP

20 40 60 80

2 4 6 8 10 12

Soil Vapour Reading

W WL

Rinse pH Values


PlasticCL




Logged by:Project Number: Drilling Location: AH


TT133029

130

129

128

127

126

125

124

123

1

2

3

4

5

6

7

8

Blackthorn Avenue (N4837655, E623992)


Page: 1 of 1

14

12

20

20

13

12



47 of 61

100

100

100

100

100

100

100

28 50 174

131.2131.1

128.9

123.8

0.10.2

2.4

7.5

wet spoon

1

2

3

4

5

6

7

8

AS

SS

SS

SS

SS

SS

SS

SS

5

25

22

23

16

34

39


brownSilty Clay/Clayey Silt FILL

trace gravel and sand, with oxidation lenses

brown to greySANDY CLAYEY SILT

trace gravelvery stiff to hard

End of Borehole


Project Name:

Project Location:

Drilling Machine:

Compiled by:

28 May 13 28 May 13



Track Mounted Drill


Reviewed by:



SC

DA


SOIL SAMPLING

Sam

ple

Typ

e

Sam

ple

Num

ber


Rec

over

y (%

)

SP

T 'N

' Val

ue

Lith

olog

y P

lot

LAB TESTINGCOMMENTS

&GRAIN SIZE

DISTRIBUTION(%)


DCPT


(m)

(m)

EL

EV

AT

IONDESCRIPTION

20 40 60 80

Intact

INS

TR

UM

EN

TA

TIO

NIN

ST

ALL

AT

ION

Remould

PenetrationTesting

SPT PPT

DE

PT

H RemouldIntact


SISAGRLiquid

WP

20 40 60 80

2 4 6 8 10 12

Soil Vapour Reading

W WL

Rinse pH Values


PlasticCL






TT133029

131

130

129

128

127

126

125

124

1

2

3

4

5

6

7



Page: 1 of 1

20

15

11

14

13

10

11

11


48 of 61

100

100

100

100

100

129.0128.9

128.4

126.7

124.7

0.10.2

0.8

2.4

4.4

wet spoon

1

2

3

4

5

6

AS

SS

SS

SS

SS

SS

4

4

9

9

11



trace gravel and clay, with organicsmoistbrown

Silty Clay/Clayey Silt FILLsome sand, trace gravel, with organics

brown to greyCLAYEY SILT

some sand, trace gravel stiff

End of Borehole




Project Name:

Project Location:

Drilling Machine:

Compiled by:

28 May 13 28 May 13



Track Mounted Drill


Reviewed by:



SC

DA


SOIL SAMPLING

Sam

ple

Typ

e

Sam

ple

Num

ber


Rec

over

y (%

)

SP

T 'N

' Val

ue

Lith

olog

y P

lot

LAB TESTINGCOMMENTS

&GRAIN SIZE

DISTRIBUTION(%)


DCPT


(m)

(m)

EL

EV

AT

IONDESCRIPTION

20 40 60 80

Intact

INS

TR

UM

EN

TA

TIO

NIN

ST

ALL

AT

ION

Remould

PenetrationTesting

SPT PPT

DE

PT

H RemouldIntact


SISAGRLiquid

WP

20 40 60 80

2 4 6 8 10 12

Soil Vapour Reading

W WL

Rinse pH Values


PlasticCL






TT133029

129

128

127

126

125

1

2

3

4



Page: 1 of 1

10

22

17

16

20

24



49 of 61

APPENDIX B

Slug Test Results

50 of 61

0. 100. 200. 300. 400. 500.0.001

0.01

0.1

1.

Time (sec)

Tra

nsfo

rmed D

ispla

cem

ent (m

/m)

WELL TEST ANALYSIS

Data Set: Q:\...\BH2 (Falling Head).aqtDate: 07/16/13 Time: 13:53:58

PROJECT INFORMATION

Company: AMECClient: CH2M HillProject: TT133032Location: Hillary AvenueTest Well: BH 2Test Date: June 2, 2013

AQUIFER DATA

Saturated Thickness: 2.36 m Anisotropy Ratio (Kz/Kr): 0.1

WELL DATA (BH 2)

Initial Displacement: 1.885 m Static Water Column Height: 1.96 mTotal Well Penetration Depth: 1.96 m Screen Length: 1.96 mCasing Radius: 0.0254 m Well Radius: 0.075 m

Gravel Pack Porosity: 0.3

SOLUTION

Aquifer Model: Unconfined Solution Method: Dagan

K = 3.213E-5 m/sec y0 = 1.171 m51 of 61

0. 100. 200. 300. 400. 500.0.001

0.01

0.1

1.

Time (sec)

Tra

nsfo

rmed D

ispla

cem

ent (m

/m)

WELL TEST ANALYSIS

Data Set: Q:\...\BH5 (Falling Head)(1).aqtDate: 07/16/13 Time: 13:54:39

PROJECT INFORMATION

Company: AMECClient: CH2M HillProject: TT133032Location: Old Weston RoadTest Well: BH 5Test Date: June 26, 2013

AQUIFER DATA


WELL DATA (BH 5)



SOLUTION


K = 7.67E-5 m/sec y0 = 0.9178 m52 of 61

0. 200. 400. 600. 800. 1000.0.001

0.01

0.1

1.

Time (sec)

Tra

nsfo

rmed D

ispla

cem

ent (m

/m)

WELL TEST ANALYSIS

Data Set: Q:\...\BH5 (Falling Head)(2).aqtDate: 07/16/13 Time: 13:54:56

PROJECT INFORMATION


AQUIFER DATA


WELL DATA (BH 5)



SOLUTION


K = 7.607E-5 m/sec y0 = 1.067 m53 of 61

0. 200. 400. 600. 800. 1000.0.01

0.1

1.

Time (sec)

Norm

aliz

ed H

ead (

m/m

)

WELL TEST ANALYSIS

Data Set: Q:\...\BH8 (Falling Head).aqtDate: 07/16/13 Time: 13:55:11

PROJECT INFORMATION


AQUIFER DATA


WELL DATA (BH 8)



SOLUTION

Aquifer Model: Unconfined Solution Method: Bouwer-Rice

K = 1.264E-5 m/sec y0 = 1.407 m54 of 61

0. 140. 280. 420. 560. 700.0.001

0.01

0.1

1.

Time (sec)

Tra

nsfo

rmed D

ispla

cem

ent (m

/m)

WELL TEST ANALYSIS

Data Set: Q:\...\BH 10 (Rising Head).aqtDate: 07/16/13 Time: 13:55:26

PROJECT INFORMATION


AQUIFER DATA


WELL DATA (BH 10)


SOLUTION


K = 2.328E-6 m/sec y0 = 1.081 m55 of 61

0. 400. 800. 1.2E+3 1.6E+3 2.0E+30.001

0.01

0.1

1.

Time (sec)

Tra

nsfo

rmed D

ispla

cem

ent (m

/m)

WELL TEST ANALYSIS


PROJECT INFORMATION

Company: AMECClient: CH2M HillProject: TT133032Location: Rosethorn AvenueTest Well: BH 16Test Date: June 24, 2013

AQUIFER DATA


WELL DATA (BH 16)



SOLUTION


K = 2.306E-6 m/sec y0 = 0.9766 m56 of 61

0. 4.0E+4 8.0E+4 1.2E+5 1.6E+5 2.0E+50.001

0.01

0.1

1.

Time (sec)

Tra

nsfo

rmed D

ispla

cem

ent (m

/m)

WELL TEST ANALYSIS


PROJECT INFORMATION

Company: AMECClient: CH2M HillProject: TT133032Location: Silverthorn AvenueTest Well: BH 18Test Date: June 26, 2013

AQUIFER DATA


WELL DATA (BH 18)



SOLUTION


K = 4.047E-9 m/sec y0 = 0.6663 m57 of 61

0. 120. 240. 360. 480. 600.0.001

0.01

0.1

1.

Time (sec)

Tra

nsfo

rmed D

ispla

cem

ent (m

/m)

WELL TEST ANALYSIS


PROJECT INFORMATION

Company: AMECClient: CH2M HillProject: TT133032Location: Blackthorn AvenueTest Well: BH 20Test Date: June 26, 2013

AQUIFER DATA


WELL DATA (BH 20)



SOLUTION


K = 4.41E-6 m/sec y0 = 1.881 m58 of 61

0. 1000. 2.0E+3 3.0E+3 4.0E+3 5.0E+30.001

0.01

0.1

1.

Time (sec)

Tra

nsfo

rmed D

ispla

cem

ent (m

/m)

WELL TEST ANALYSIS


PROJECT INFORMATION

Company: AMECClient: CH2M HillProject: TT133032Location: Blackthorn AvenueTest Well: BH 22Test Date: June 26, 2013

AQUIFER DATA


WELL DATA (BH 22)



SOLUTION


K = 8.303E-7 m/sec y0 = 0.8125 m59 of 61

APPENDIX C

Report Limitations

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AMEC Environment & Infrastructure,a Division of AMEC Americas Limited

REPORT LIMITATIONS

The conclusions and recommendations given in this report are based on informationdetermined at the test hole locations. The information contained herein in no way reflectson the environmental aspects of the project, unless otherwise stated. Subsurface andgroundwater conditions between and beyond the test holes may differ from thoseencountered at the test hole locations, and conditions may become apparent duringconstruction, which could not be detected or anticipated at the time of the site investigation.It is recommended practice that a Geotechnical Engineer be retained during construction toconfirm that the subsurface conditions across the site do not deviate materially from thoseencountered in the test holes.

The design recommendations given in this report are applicable only to the projectdescribed in the text, and then only if constructed substantially in accordance with thedetails stated in this report. Since all details of the design may not be known, AMECrecommend that we be retained during the final design stage to verify that the design isconsistent with AMEC recommendations, and that assumptions made in AMEC analysisare valid.

The comments made in this report relating to potential construction problems and possiblemethods of construction are intended only for the guidance of the designer. The number oftest holes may not be sufficient to determine all the factors that may affect constructionmethods and costs. For example, the thickness of surficial topsoil or fill layers may varymarkedly and unpredictably. The contractors bidding on this project or undertaking theconstruction should, therefore, make their own interpretation of the factual informationpresented and draw their own conclusions as to how the subsurface conditions may affecttheir work. This work has been undertaken in accordance with normally acceptedgeotechnical engineering practices. No other warranty is expressed or implied.

The benchmark and elevations mentioned in this report were obtained strictly for use bythis office in the geotechnical design of the project. They should not be used by any otherparty for any other purpose.

Any use which a third party makes of this report, or any reliance on or decisions to be madebased on it, are the responsibility of such third parties. AMEC Environment &Infrastructure accepts no responsibility for damages, if any, suffered by any third party as aresult of decisions made or actions based on this report.

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